Theses and Dissertations from UMD

Permanent URI for this communityhttp://hdl.handle.net/1903/2

New submissions to the thesis/dissertation collections are added automatically as they are received from the Graduate School. Currently, the Graduate School deposits all theses and dissertations from a given semester after the official graduation date. This means that there may be up to a 4 month delay in the appearance of a give thesis/dissertation in DRUM

More information is available at Theses and Dissertations at University of Maryland Libraries.

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2012 - 20172

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Subject: search.filters.subject.Dynamic Modulus

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    DETERMINATION OF DYNAMIC MODULI AND PERMANENT DEFORMATION OF MARYLAND ASPHALT MIXTURES USING AMPT
    (2017) Haider, Intikhab; Schwartz, Charles W; Civil Engineering; Digital Repository at the University of Maryland; University of Maryland (College Park, Md.)
    Full implementation of the mechanistic-empirical pavement design guide (MEPDG) in Maryland requires Level 1 (measured) material properties to characterize asphalt mixtures commonly used in the state. Specifically, these proprieties are the dynamic modulus (DM) and the repeated load permanent deformation (RLPD) properties. To achieve this goal, 28 asphalt mixtures were collected from construction sites/asphalt plants and tested in the Maryland State Highway Administration Office of Materials Technology Asphalt Technology Division laboratory. The DM and RLPD testing was performed on all 28 asphalt mixtures following the AASHTO PP 60, AASHTO PP 61 and AASHTO TP 79 protocols. In addition to the 28 asphalt mixtures from Maryland, DM and RLPD data for 18 asphalt mixtures tested in NCHRP Project 9-30A were also included in parts of this study. In addition to developing a catalog of typical Level 1 material properties for common Maryland asphalt mixtures, this study produced several other important results and findings. These include: (1) The L-1 inputs (measured E* and G* and recalibrated coefficients of rut model, K1, K2, K3) consistently give lesser predicted distresses than L-3 inputs (predicted E* values, default G* values, and default coefficients of rut model) in MEPDG software. (2) The average percentage differences for each predicted distress at all levels of traffic are highest for L-1 versus L-3 inputs and lowest for L-1 versus L-1A (measured E* and G* data and default coefficients of rut model) inputs. (3) The recalibration of Witczak E* model removes the bias toward underprediction in the original Witczak model. The distresses predicted using L-3 (CWM-Calibrated Witczak Model based on Maryland mixes) inputs are closest to the distresses predicted using the measured L-1 inputs. (4) The total number of samples required for complete characterization of one asphalt mixtures as per AASHTO PP 61 and AASHTO TP 79 can be reduced from 12 to 3. The reduction in total specimen preparation (from 60 to 15 hours) and testing time (from 30 to 10 hours) represents substantial economies in structural characterization of asphalt mixtures and motivates state agencies to perform DM and RLPD testing on routine basis to develop performance based specification.
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    DESIGN AND MECHANICAL PROPERTIES OF FOAMED ASPHALT STABILIZED BASE MATERIAL
    (2012) Khosravifar, Sadaf; Schwartz, Charles W; Civil Engineering; Digital Repository at the University of Maryland; University of Maryland (College Park, Md.)
    Foamed asphalt stabilized base (FASB) combines reclaimed asphalt pavement (RAP) and/or recycled concrete (RC) with a foamed asphalt binder. The pavement structural properties of FASB fall somewhere between conventional graded aggregate base (GAB) and hot mix asphalt (HMA). Therefore, the required thickness of the pavement section can be reduced, resulting in cost savings in addition to recycling benefits. Mix designs were developed for eight different combinations of RAP, RC, and GAB. Details of the mix design procedure and the effects of factors representative of design and field conditions are evaluated. Triaxial test specimens from the weakest and strongest mixtures were tested for dynamic modulus and repeated load permanent deformation resistance, which can be used as inputs to the new AASHTO mechanistic-empirical design procedure. The measured stiffness values were also used to determine an appropriate structural layer coefficient value for use in the AASHTO empirical pavement design method.